Evaluation of Options for Remodelling of Upper Jhelum Canal, Pakistan

Home , Jhelum, Khanki Headworks, Marala Headworks, Rasul Barrage, Upper Jhelum Canal

Technical Journal, University of Engineering and Technology (UET) Taxila, Pakistan Vol. 20 No. II-2015

M. U. Rashid1, A. Latif 2, U. Ghani 3, M. Munir4, T. Sultan5

1Civil Engineering Department, University of Management and Technology, Lahore, Pakistan 2, 5Civil Engineering Department, University College of Engineering & Technology, BZU Multan, Pakistan 3Civil Engineering Department, University of Engineering and Technology Taxila, Pakistan 4Water Resources Division, NESPAK, Lahore, Pakistan [email protected]

Abstract-The paper develops and implements the performance, present condition, original design and remodeling approach for alluvial irrigation channels. other deficiencies are very important for remodelling The approach mainly includes in-depth analysis of and modernization of any irrigation system. Shakir and original/existing design parameters, identification of Khan [ii] critically investigated the previous structural existing condition of channel and hydraulic structures interventions for their viability and effectiveness for along with their problems, evaluating different options Marala Ravi Link Canal in Pakistan. The enhancement and finalizing the remodeling parameters by of crest level was also checked and found that it was emphasizing hydraulic, structural and economic effective in reducing sediment intake of MR Link consideration. Upper Jhelum canal in Pakistan was Canal to some extent but did not make any impact in selected as case study channel. The condition survey of reducing the sediment entry to its offtakes including channel was conducted which showed that it was facing Upper Chanab Canal. The sediment management multiple problems i.e. excessive silt deposition, erosion problems of Marala Barrage were also reviewed in the of banks, inadequate freeboard, side embayment and study. Different operational scenarios of Upper Swat widened channel section. The channel was unable to Canal (USC) were investigated and quantified based on run at the design discharge and therefore required fixed frequency operation. Tariq and Latif [iii] remodelling. The reasons for multiple problems were suggested operating the channel at 8090% of the design diagnosed during the study. The analysis showed that discharge during May to July, and 7590% of the design the viable approach for remodeling of subject canal is at discharge from August to April to reduce water losses enhanced design parameters. Different options were due to high water allowance. developed by varying different hydraulic parameters The important parameter for remodelling of and possible economical solutions were analyzed using irrigation channels change in concept, structure and different approaches to suggest the most suitable design. It considers modification in technology, remodelling strategy for UJC. The existing parameters techniques and future consideration of future needs of with minimum change became basis for re-designing of operation and maintenance [iv]. The provision of food the channel by different approaches i.e. Lacey's regime and fibre requirement of people is one of the challenges theory, Manning's formula and Tractive force method. of this century. To fulfill these basic needs of rapidly Sensitivity analysis was also carried out to finalize the growing population water resources and irrigation design parameters emphasizing hydraulic, structural system to efficiently take water up to fields are utmost and economical consideration. The remodelling of UJC important. The Indus Basin Irrigation System (IBIS) as per recommended parameters will ensure increased being the largest contiguous irrigation system of the agriculture and power benefits and enhance world, comprises of 12 inter river link channel, 45 canal conveyance efficiency. systems, about 100,000 tertiary channels, 16 barrages and 3 major reservoirs including Mangla, Tarbela and Keywords-Upper Jhelum Canal, Remodelling, Alluvial Chashma. The IBIS commands cultural command area Channel, Canal Problems of 14 million hectares. Total length of primary, secondary and tertiary channels are 56128 km. IBIS I. INTRODUCTION utilizes 51.3 billion cubic meter (BCM) groundwater pumped through more than 800,000 tube-wells to add- Remodelling of irrigation channels is a process of on the canal supplies [v]. restoring or modernization of existing system The importance of efficient use of irrigation water including all hydraulic structures at same/modified is necessarily increasing as the world population is design parameters. Food and Agriculture Organization increasing. At this stage the country would need more (FAO) [i] discussed that detailed diagnosis including food and fibre to meet the needs of growing

1 Technical Journal, University of Engineering and Technology (UET) Taxila, Pakistan Vol. 20 No. II-2015 population. This shortfall can be met either by process for Pakistan and other countries of the world. constructing new reservoirs or irrigation water Some theories of designing of irrigation channels are management at canal command level [vi]. Irrigation available in literature i.e. Lacey's regime method, water management includes improvement of physical Tractive force method and Manning's formula. infrastructure for distribution of water from source to However, the topic of remodelling and rehabilitation of the crops and water management at the farm level [vii]. alluvial channels also desires practical and hands on Shakir et al. [viii] suggested optimization measures for experience of problems solving and does not much improving water management in Lower Jhelum Canal available in literature. The objectives of this study are i) command in Pakistan which includes enhancing to develop approach/methodology for remodeling of productivity by using crops having higher values and irrigation channels by consulting literature and yields, enhancing conveyance efficiency, adopting practical experience and ii) to apply the developed conservation techniques including bed-furrows, laser approach to remodelling of Upper Jhelum Canal, land leveling, zero tillage and on-farm water Pakistan (case study channel). management. The structural measures identified for improving canal management includes rationalization II. APPROACH/METHODOLOGY FOR of canal capacities in keeping with the current water REMODELING OF IRRIGATION CHANNELS requirements and availability, rehabilitation and remodeling of canal along with its hydraulic structures, The approach developed for remodelling of restoration of prism, raising and strengthening of canal alluvial irrigation channels is as follows: banks and lining of distributaries and minors may lead · In-depth analysis of original/existing design towards optimization of irrigation system of LJC approaches and parameters command. FAO [ix] presented detailed methodology for · Conduct condition survey to access the existing modernization of medium to large irrigation canal condition of channel along with hydraulic systems for improving performance. The strategy was structures and access the reasons for developing developed for analyzing channel optimization on the problems basis of Mapping System and Services for Canal · Develop and evaluate different options for Operation Techniques (MASSCOTE). During the remodeling process of remodeling and modernization, the · Selection of parameters for remodelling of expectations and achievements had to be kept at irrigation channel including design discharge, realistic and practical level. The most economical and longitudinal slope and water levels, bed width and easy-to-implement options were selected to start the depth process of modernization. Irrigation system · Design of irrigation channel by different methods management includes equitable and efficient and sensitivity analysis to finalize the design distribution of water. Computation of irrigation parameters demands and matching water supplies are also very · Finalize the remodeling approach based on important for successful irrigation system. In addition, hydraulic, structural and economic consideration irrigation system should be kept in operating condition throughout the season to achieve the desired objectives. III. CASE STUDY OF UPPER JHELUM CANAL Shakir and Nasir [x] reviewed the problems of Upper (UJC) Chenab Canal in Pakistan. Water availability studies were carried out to ensure the reliability of enhanced Upper Jhelum Canal (UJC) offtakes from Mangla water for irrigation, power and other benefits. It was head works of Jhelum River. It was designed in 1904 suggested that the economical solution for remodelling and commissioned in 1915 primarily as a feeder of the channel was by increasing its water depth instead channel to supplement the supplies of Khanki of enhancing the bed width. It will reduce the cost of headworks at Chanab River for Lower Chanab Canal remodelling of hydraulic structures of UCC. The system. It has total length of 142 km and original design opinion of users through Farmer Organizations (FO) discharge was 12800 cusecs. Its gross and culturable should be considered for devising and implementation command areas are 642447 and 603749 acres of remodelling projects [xi]. FO participation should be respectively. However, the channel was redesign in ensured while computing design of outlets, 1941. It also supplies water for two Hydro power constructing and remodelling channels along with their stations namely Rasul and Shadiwal having power commissioning for monitoring and ensuring equitable potential of 22 and 12 MW respectively, constructed distribution. later on. UJC also fulfils the water requirements of Pakistan has one of the largest contiguous Khanki headworks of River Chanab during low flows irrigation systems of the world. The rehabilitation and in river Chanab. After commissioning of Mangla Dam remodelling of irrigation canals along with their and Mangla Powerhouse, a new channel Bong Canal hydraulic structures have always been an ongoing having designed capacity of 49,000 cusecs, was

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constructed. The Bong canal offtakes from Mangla less efficiency of canal system and canal breaches. The Powerhouse for feeding irrigation requirements of UJC erosion of banks is also one of the problems which do and the downstream water requirements at Rasul not allow the canal to be operated at its design barrage. The UJC head regulator is located at 8.4 km discharge. Figure 2 shows erosion of banks at typical (RD 27+500 feet). location of UJC.

IV. SITE VISIT TO CONDUCT CONDITION SURVEY OF UJC

The site was visited during flow and closure periods of the canal to observe existing condition of the channel and hydraulic structures. Some problems observed during the site visit include but are not limited to: · Excessive silt deposition and scouring · Erosion of banks · Inadequate freeboard · Side embayment and widened channel section · Deteriorated condition of super structure of some hydraulic Structures Fig. 2. Erosion of banks downstream at 99.02 km of Excessive Silt Deposition and Scouring UJC The channel bed was found slightly scoured in few head reaches up to RD 244+000. However, excessive Inadequate Freeboard silt deposition was observed through the entire reach of During condition survey, the water marks on the the channel from RD 244+000 to 418+000 (Tail). The banks confirmed that recommended freeboard of 3 ft silt deposition was measured at some locations and was not available in some reaches of the channel found in the range of 3-5 ft. The longitudinal section of because of bank erosion, weather action, less the channel shows that the head reach was constructed maintenance and widened sections. It resulted in canal by cutting local soils whereas middle and tail reaches operation at lesser discharges compared with the design were constructed in filling of local soil. A typical discharge. The canal has been run at even less than 50% photograph of excessive silt deposition of UJC is of its design discharge since last 10 years. The shown as Fig. 1.The channel was found widened oddly freeboard was also found short at the upstream of some in tail reaches and became nonoperational at design hydraulic structures. Fig. 3 depicts typical inadequate discharge. freeboard of UJC.

Fig. 1. Excessive silt deposition at 109.73 km of UJC Fig. 3. Inadequate freeboard at 97.61 km of UJC

Erosion of Banks Side Embayment and Widened of Channel Section The banks of the channel were found eroded in The side embayment was observed at downstream several reaches throughout the channel and especially of hydraulic structures of Upper Jhelum Canal. The in the tail reaches. Apparently banks seem to be made of channel was constructed by fluming the channel width local soils having less cohesive particles. Excessive at hydraulic structure to reduce the construction cost. bank erosions have also caused excessive water losses, The transition provided for divergence and

3 Technical Journal, University of Engineering and Technology (UET) Taxila, Pakistan Vol. 20 No. II-2015 convergence of flowing water at downstream and The possible reason for high silt deposition in the upstream was found unproductive. The Fig. 4 shows tail reaches and scouring in the head reaches is the entry the excessive side embayment and widened section of of silt free water after the commissioning of Mangla UJC resulting in non operation at its required design reservoir in 1967. From historic operation of the discharge. The currents generated downstream of these channel, it has been observed that less discharge and structures traveled long distances along the canal less velocity have also facilitated the silt deposition and before merging into normal depth of streamline flow. bank erosion. The reason for less discharge may be due The undulating flow pattern generated channel to less availability of water or less demand for UJC. instability and side embayment. Proper maintenance of the channel and hydraulic structures have not been carried out. The operation of canal at substantially less discharge than its design discharge, deferred maintenance and monitoring seems to be the reasons for the said problems. All the above mentioned factors lead to reducing the efficiency and enhancing conveyance losses of UJC.

V. D ESIGN DISCHARGE FOR REMODELING OF UJC

The original design discharge of the channel was 12800 cusecs (as of 1915). The channel was redesigned for 8893 cusecs due to less availability of water in 1941 Fig. 4. Side Embayment and Widened section at according to Manning's formula. There was no 97.61 km of UJC provision of supplies for two power houses namely Rasul and Shadiwal when the canal was designed in Deteriorated Condition of Super Structure of Few 1915 and 1941. During last 10 years, the channel has Hydraulic Structures been operated at less discharge. It has been noticed that The channel has more than 100 hydraulic only 116 m3/s has passed downstream khokhra (77.77 structures including bridges, falls, level crossings, km of UJC) against the allocated discharge of 185 m3/s siphons, cross-regulators and head regulators of during last several years. The possible reasons for less offtaking channels. Most of the hydraulic structures are discharge are: i) the less availability of water and ii) as old as the canal. Silt deposition was found on the inability of the channel (middle and tail reaches) for upstream (u/s) and downstream (d/s) floors of the safely carrying the original design discharge. The structures. Apparently the hydraulic performance of the current authorized head and tail discharges of the UJC structures was found satisfactory. However, the are 255.7 m33/s (9030 cusecs) and 222.8 m /s (7868 superstructures including deck slab of some hydraulic cucecs). structures need repair and replacement. The trend of The design discharge of an irrigation channel is energy dissipation arrangement of the hydraulic usually based on culturable command area (CCA) and structures was found effective as no scouring of bed sanctioned water allowance. The design discharge for and major side embayment were observed at their remodeling may be enhanced by assuring the additional downstream. As such, the present condition of piers and water through water availability studies. Pakistan foundations was found satisfactory. The water marks Drainage Consultants (PDC) [xii] discussed that on piers shows that 2 - 3 ft free board is available near perennial irrigation channel should be atleast designed the hydraulic structures. at reliability of 80% available water. The increase in CCA and commissioning of power houses necessitates updating the design discharge for the remodeling. The raising of Mangla Dam in 2009 has enhanced its live storage capacity from 4.51 to 7.39 MAF. The Mangla reservoir has 2.88 MAF additional storage available which may be used for acquiring power and agriculture benefits. The additional water may be utilized for enhancing the discharge of UJC as per Water Apportionment Accord among the provinces of Pakistan. Punjab Irrigation Department (PID) [xiii] proposed the revised capacity of UJC by computing the discharges of all offtakes, power houses and losses as follows: Fig. 5. Damaged Deck Slab and parapet of bridge at 122.6 km of UJC

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Discharge for offtakes of Azad Kashmir = 1.5 m3/s The site visit indicated a few problems in technical Discharge for Rasul Power House = 102.6 m3/s design of the new channel in setting its alignment due to UJC Internal (Gujrat Branch & other offtakes) = 57.7 physical constraints including displacement of roads m/3 s and other infrastructure. The cost of this option will be st Shadiwal Power House = 220.9 m3/s much higher as compared to the 1 option not Approximate conveyance losses = 38.3 m3/s considered technically and economically feasible. nd Total Revised Capacity of UJC = 420.51 m3/s The 2 option of remodeling of the UJC at enhanced discharge seems to be feasible. The channel VI. EVALUATION OF POSSIBLE OPTIONS was originally designed for discharge more than 362.5 m3/s (12800 Cs). The enhanced discharge is only about The possible options for remodeling are as 15% more than the original discharge of 1904. The follows: original design, modified design and existing I. To remodel the canal for existing discharge of dimensions of the channel are shown in Table I. Two 255.70 m3/s at existing hydraulic parameters and reaches indicating entire length of UJC have been fulfill the needs of Shadiwal power house and shown in Table 1 and developed on the basis of Khanki headworks at Chanab River for Lower significant difference in discharge and other hydraulic Chanab Canal system through some alternate parameters. The channel was originally designed in route including developing new channel. 1904 on the basis of Manning's formula. The approved II. To remodel the channel for increased discharge of L-Section shows that the basis of redesign in 1941 was 420.51 m3/s by minimum variation of existing again on Manning's formula by keeping the roughness parameters i.e. bed and water levels, longitudinal coefficient (n) of soil as 0.0225. slope, water depth and bed width Critical review of different design approaches The 1st option for remodeling was analyzed including Lacey regime method, Tractive force method technically and economically. The present condition and Manning's formula have been carried out for their indicates that the bed width of the channel has suitability of redesign of UJC. These methods proposed substantially increased from 230 to 330 ft in the middle change in bed width, full supply depth and longitudinal and tail reaches and full supply has reduced from 10.2 slope of whole channel. The change in these parameters to 5 ft. Moreover, recommended freeboard of 3 ft was would require re-construction of UJC along with its not available. The width to depth (B/D) ratio of the hydraulic structures which will increase the channel has been enhanced upto 55. The channel does remodelling cost. It would also require the cost of land not provide the desired velocity and results in high acquisition and construction of diversion channel. The conveyance losses and sediment deposition. The preliminary investigation indicated that remodeling of existing condition of the channel presents the view of a UJC at existing parameters along with enhanced depth natural river. The existing dimensions and parameters would be economical solution. In this case only of the channel including water depth, bed with, velocity earthwork of banks would only be desired. However, to and others are not considered hydraulically feasible for bring the existing bed width (260 m 330 m) to original remodeling of UJC at 255.7 m3/s. The development of bed width of 220 m would involve huge earthwork new channel would involve cost of acquiring new land, along with removing of earthwork. The remodeling of constructing several hydraulic structures, availability channel at existing bed width and longitudinal slope of good soil and construction material (cement, sand, and by changing depth will reduce the remodeling cost crush, steel etc) including engineering services which to a great extent. However, the increased existing bed seems to be very expensive. The acquiring of land is width of the channel does not provide stable and also very complicated and time consuming process. efficient design.

TABLE I DESIGN AND EXISTING PARAMETERS OF UPPER JHELUM CANAL (UJC)

Original Design Average Existing Parameter Design Parameters Design (1904) (1941) Head Reach upto Tail Reach 74.4 km 74.4 - 127.4 km Discharge, Q (Cs) 12800 8893 7700 4100 Bed Width, B (ft) 228 223 240 270 Full Supply Depth, (ft) 13 10.2 9.5 - 11.5 5 - 7 Side Slope 1.5 1.5 1.5 1 Longitudinal Slope (I/slope) 6667 6667 6667 6667 Bed width to Depth (B/D) ratio 17.54 21.86 20 - 25 38 - 55

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The average existing width to depth ratio (b/d) has on UJC and preliminary investigation indicates that the been enhanced to 55. The increase in b/d ratio of the most of the structures will safely pass the increased channel is associated with accelerated bank erosion discharge as per new proposal. The clear waterway, rates, excess deposition/aggradation processes and fluming ratio and afflux for the structures were found over-widening. The re-design of the channel at such satisfactory. However, the freeboard was found slightly high B/D ratio does not seem to be efficient. The data of deficient as compared to standard of 3 ft for existing alluvial channels in the same region having remodelling parameters. The need of raising of deck similar topographic characteristics and discharges as of slab of some hydraulic structures was observed to UJC, the maximum suitable range of B/D ratio of 16-23 safely pass the discharge and to achieve the desired was found. Therefore it is suggested to slightly freeboard. The scouring depth was found 4 ft and 3 ft decrease the bed width and increase the depth to get the below the channel bed for the head and tail reaches B/D ratio within the specified range of efficient and respectively by taking FOS of 1.25 (for straight reach). stable design. The existing slope may also be The foundations of hydraulic structures were also considered as constraint to be kept same for remodeling found safe as being placed lower than the scouring of UJC. The hydraulic parameters computed by depth. To achieve the desired bed width, a new centre different design approaches for remodeling of UJC are line of the UJC be established and accordingly the provided in Table II. banks should be reconstructed. The strengthening of Lacey's regime method is most extensively used newly constructed banks from earthen material by method for hydraulic design of alluvial irrigation stone pitching along with apron are advised for the channels. Functioning of these channels depicts regime canal in filling reaches, curved portions and upstream canals designed with Lacey's parameters. The and downstream of structures. To cater for hydraulic suggested depth by different design approaches by grade line as per new proposal, pushta may be provided allowing minimum reduction in existing bed width and in some reaches. However, a detailed study is keeping other existing parameters. Lacey's design recommended to finalize and verify the findings of parameters are recommended for remodelling of UJC preliminary investigation of this study regarding as they would require less deviation from existing hydraulic structures and suggested parameters for dimensions and its successful implementation for remodelling. The availability of design discharge alluvial channel design in Pakistan. The new depth is throughout the year must be ensured prior to compatible with the original design. remodelling of the channel and for sustainable There are more than hundred hydraulic structures solution.

TABLE II PROPOSED HYDRAULIC PARAMETERS FOR REMODELLING OF UJC BY DIFFERENT METHODS Proposed Design by Average Existing Proposed Design by Proposed Design by Tractive Force Parameters Lacey Method Manning Formula Design Method Parameters Reach Reach Reach Reach Reach Reach Reach Reach 8.4- 74.4 74.4 - 8.4- 74.4 74.4 - 8.4- 74.4 74.4- 8.4- 74.4 74.4- km 127.4 km km 127.4 km km 127.4 km km 127.4 km Q (Cs) 7700 4100 14850 8500 14850 8500 14850 8500 B (ft) 240 270 240 230 240 230 240 230 Depth (ft) 9.5 - 11.5 5 - 7 13.55 9.47 13.7 10.1 13.9 10.3 Side Slope 1.5 1 1.5 1 1.5 1 1.5 1 Longitudinal Slope (I/slope) 6667 6667 6667 6667 6667 6667 6667 6667 B/D ratio 20 - 25 38 - 55 17.71 23.12 17.58 22.77 17.39 22.33

VII. CONCLUSIONS & RECOMMENDATIONS section. 2. The existing width to depth ratio of UJC is not 1. Upper Jhelum Canal is unable to operate at its suitable to achieve parameters of regime channel. design discharge due to multiple problems and The option of remodelling of UJC at enhanced enhanced conveyance losses. Some major depth and slight decrease in bed width to achieve problems identified in the study are excessive silt B/D ratio within permissible limit. deposition in middle and tail reaches, scouring in 3. The enhanced discharge for remodelling of UJC head reach, erosion of banks, inadequate has been considered suitable on the basis of freeboard, side embayment and widened channel preliminary study. The increased discharge favors

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continuous and more benefits of power generation [vi] M. Ashraf, F. U. Hassan, A. Saleem, M. I. Loan, and agriculture. (1999), “Water Resources Development and its 4. It is recommended that detailed study including Management in Barani Area of Punjab.” hydraulic evaluation of the UJC and its hydraulic Proceeding of the National Workshop on Water structures i.e. cross regulators, bridges, inlet, Resources Achievements and Issues in 20th syphon and falls at enhanced discharge is Century and Challenges for the Next necessary to finalize remodelling approach. The Millennium. PCRWR, Islamabad, Pakistan. study highlights the typical problems of alluvial [vii] H. M. Jayathilleke, (2002) “Issues and channels and their solutions on the basis of Constraints in Linking Main System practical experience in addition to following latest Management for Improved Irrigation theories and trends. The strategies proposed for Management” Conference on Linking Main remodelling of Upper Jhelum Canal have been System Management for Improved Irrigation recommended for their application to other Management held in Sri Lanka, 3-8 June 2002 alluvial channels. (02-AG-GE-SEM-08) [viii] A. S. Shakir, M. U. Rashid and A. U. Haq, REFERENCES (2008). “Improving Water Management in Lower Jhelum Canal Command in Pakistan's [i] FAO: Food and Agriculture Organization, Punjab: Issues and Options” in Proceedings of (2002). How Design, Management and Policy 20th International Congress on Irrigation and Affect the Performance of Irrigation Projects: Drainage held in Lahore, Pakistan, 13-19 Emerging Modernization Procedures and October 2008. Design Standards. Bangkok. [ix] FAO: Food and Agriculture Organization. [ii] A. S. Shakir, N. M. Khan, (2009) “Impact of (2007). “Modernizing irrigation management Structural Interventions on Sediment the MASSCOTE approach”, FAO Irrigation and Management of Large Canals: A Case Study of Drainage Paper 63 Rome. Marala Barrage, Pakistan” Water Resources [x] Shakir, A. S., Maqbool, N. (2011) “Remodelling Management December 2009, Volume 23, Issue of the Upper Chenab Canal: A Case Study from 15, pp 3149-3163 Pakistan” Journal of Irrigation and Drainage, [iii] J. A. Tariq, M. Latif, (2010) “Improving Volume 60, Issue 15, pp 285-295. Operational Performance of Farmers Managed [xi] B. Lashari, H. Murray, (2000). “Remodeling of Distributary Canal using SIC Hydraulic Model” Outlets in Three Pilot Distributaries- The Water Resources Management, Volume 24, Farmer- Managed Irrigation Project in Sind Issue 12, pp 3085-3099 Province Pakistan” Working Paper 13. [iv] FAO: Food and Agriculture Organization. Pakistan Country Series 4. (2000). Modernization of Irrigation System [xii] PDC: Pakistan Drainage Consultants, (2002). Operations: Proceedings of the Fifth ITIS “Water availability study (position paper) for Network International Meeting, Aurangabad, remodeling of Lower Chenab Canal (LCC) 28-30 October. System, Lahore, Pakistan”. [v] M. U. Rashid, (2014) “Optimization of Multiple [xiii] Punjab Irrigation Department. (2013). “Concept Reservoir Operation with consideration to Paper of Remodeling of Upper Jhelum Canal”. Sediment Evacuation” Ph.D. Dissertation. Presented by Punjab Irrigation Department: University of Engineering and Technology Lahore, Pakistan. Lahore. Pakistan.